Masonry and concrete structure.



PATENTED MAY '7, 1907.

D. B LUT-EN. MASONRY AND CONCRETE STRUCTURE.

APPLIOATION IILED JUNE30. 1906.

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iunrrsn sarnr rrron- El IIASONRY AND CONCRETE STRUCTURE.

Specification of Letters Patent.

Patented May 7, 1907.

Application filed June 30, 1906. Serial No. 324,233.

To aZZ whom, it may concern:

Be it known that I, DANIEL B. LUTEN, a citizen of the United States, residing'at Indianapolis, in the county of Marion and State of Indiana, have invented new and useful Improvements in Masonry and Concrete Structures, of which the following is a full, clear, concise, and exact description,refer ence being had to the accompanying drawing, forming a partoithis specification.

.My'invontion. relates to improvements in masonry or concrete structures, and applies more particularly to the construction of bridges, viaducts and the like built of masonry reinforced by embedded tension mem-' J and thus secure reduced cost of construction combined with increased strength.

These objects I accomplish by the method of construction and arrangement and combination of material hereinafter described.

There are various other objects which will be readily understood upon reference to the accompanying drawings illustrating my invention in the preferrediorms and the construction of its several features, wherein:

Figure 1 is a longitudinal sectional view through the middle rib of Fig- 3 Fig. 2 is an elevation showing a pointed or Gothic arch under the railings, changing to oval under the roadway; Fig. 3 is a transverse section taken on the dotted line 3-3 of Fig. 2 the left half looking toward the abutment, and the right half looking toward the pier; Figs. 4 and 5 show reinforcements of double and single bar type respectively; with laps, welds or joints at points of zero bending moment.

Fig. l of the drawings shows in section part of an arch extending from the bank 1 to the pier, and provided with an abutment consisting of ribs 4 and 5 which converge toward the springing line and which terminate in a transverse footing 3.-- This abutment is built by laying the upper rib 5 on earth filling 6. In

order to secure'a high springing suitable for street crossings, a false bench wall 7 is ex tended from the springing downward: It may be attachehd to and carried by the arch. (F ig. 4) or may be built on a separate footing (Fig. 1), and is adapted to give the intrados of the arch a high springing point without the use of the mass-of masonry in the abutment that would be required if the abutment and bench wall were cast in one solid piece. The bench wall may be extended beyond the faces of the arch in wings such as 7 to hold the toe of the slope, and earth filling allowed to fill in behind the wings and bench wall to partly fill the opening behind the wall. The arch will then appear to have a solid abutment except for the slight 'line of junction along the springing. The reinforcement rib shown in Fig; land in the left half of Fig. 3, consists of pairs of angles 8 and 9, following the intrados and extrados respectively. The pairs of angles are joined by a .web lacing bars 10 in the region of the momentsonly. At the'left of Fig. 1 the rib is shown extended into the abutment to secure anchorage. At

,the right bymaking the curveof the arch elliptical for intrados it becomes impossible for it to fail by rupture in that region of intrado's, hence the intrados member of the rib is omitted and the extrados member is continued over the haunches to the pier 2 where it overlaps a similar member of the adjacent arch and is thus securely anchored. Bythis means-the ribs may be placed without any acurate fitting and yet bond the two arches together ei'lectually.

Hinges have long been used in arches to determine the position of the equilibrium curve or to allow settlement. Arches have usually been designed with one hinge at the V crown or with one hinge at each abutment, or with all three hinges. The introduction of a hinge absolutely prevents the arch from resisting a bending moment at that point. In a continuous arch having no hinges, the moments are a maximum at the crown and springings, and pass through zero at an intermediate point where the shear is a maxi mum. By introducing hinges at the crown or springing, these conditions will be upsetand the arch VGI'Y'IIlIlCll weakened unless strengthened b" heavier abutments and heavier ribs at t e haunches. 1 The same re- .'3 4 overlap. But it issto be'noted that in arches sultsas to determining the curve of equi-.

librium and allowing for settlement may be achieved by'introducing two hinges at the they will not weakenthe 'structure. As an.

improvement I contempate the use of a heavy lower member for that portion of the rib near the intradosatthecrown and alight upper member together with alight member connected to the hinge 12 and extending over the haunches' and anchored in the pier; A further improvement would be the omission of the web lacing member except at the regions of shear, and the improvement might be carried to thepoint where the upper member of theribwould beomitted over the crown and r the lower member'at the haunches the reinforcement then consists 'of an intradosal angle over the ticrown and an 'e xtradosal angle over the haunches. joined tothe intradosal angle bya shearing plate where they of morethan one s an a load onone span m ay tend to cause t 1e adjacent span to rise j at, thecrown and thus fail, but which may be I trados above the crown.

Fig. 2 1 s an. elevation showin resisted by a light reinforcement at the eX- an arch pointed or Gothic at the spandre faces 14, changing to oval under the roadawy 15. (See also Fig. 3). The arch is constructed with Gothic ends because the spandrel loadingis vertical, which calls for a curve differ:

. ent from that of the earth-fillec'l loading which is nearly normal. A stone spandrel or railing is even more certain than a concrete spandrel to producevertical loading, hence the advantage of Gothic end constructionin' such cases. An ice breaker 16 extends yer-- tically upward from the conical cap] 7 of the rounded end of thepier 2, and is made up of two surfaces formed to constitute a wedge that slopes back toward the arch and flattens into the spandrel face at the coping 18. An

' extension 1.9,of the spandrel wall rests in the I by rods 23 embankment and aids the abutment and bench wall in supporting the load.

Fig. 3 shows in cross section an arch construction which is economical of masonry materials On the left side reinforcing ribs and on the right side double bars are shown embedded inv ribs 21 of masonry. An arch drum 22 connects the ribs and is reinforced passing through the ribs and sag.- ging near t structure.

the ribs, The outside ribs 24t. are built up to extend above the level of the roadway and constitute railings'for the bridge or viaduct;

height is filledin to formthe roadway. The dotted line near the springing ohFig. 3 is to the space between therails up to a suitable show the ossible line of division in case the wing and false wall are built on footings. If the false wall is suspended, thisline will not appear, and the spandrel wall might be carinforcements of the'double bar typef'the heavier sections passingthrough the tension regions and the lighter through the compression regions; the laps,'welds or joints" of the sectionsbeingmade at the point of zero moment; that is, at thepoint 25, substantially midway between the centerof the crown and the springing. It will be understood that increase of metal may be secured by adding sections at the crown and at the haun'ches, or,

by increasing the cross section of the sections ofmetal. 1n this form of structure, the abutment consistsof a horizontal member and. a vertical member, the vertical member 7 having its back face inclined upward awayfrom the stream and havlng vertical reinforcing members 26 embedded;- which are joined to the horizontal members in the body of the 27'coimecting the vertical tension members 26 with the horizontal-tension members 28. In the above structure the vertical, pressure is advantage of this abutment is that it may be built without destroying the bearing surfaces Occasional ertical masonry ribs I join the ends of the two 'membersof the abu tment, and have embedded tension membersr ro' of the embankment, since earthmaterial ex cavated is not iilled back.

Fig. 5 shows an arch type, and welded, splicedor lapped at the point 32 of zero moment. Vertical reinforc ing -members 33 in the abutment SO-are joined to the members 31.. Arches are ordinarily designed to fit the loadingso faras possible, that is, so that the arch rib will follow the curve of equilibrium for the loading.

in which the reinforcement members 31 are of the single bar If an excessive load be concentrated at any the abutment, it has been customary to ap ply a considerable amount of backing as shown by the dotted line 29, to increase the e intrados bf the drum between weight of the abutment. I The mass of mabonded to this mass of masonry by tension ment near exterior crown and interior haunch ,and heavier metal reinforcement near 1nte son'ryin the lower inner cornerof the abutment, however, plays no part, except to provide a springing face for the arch. Ifthis latter mass of masonry be suspended from the arch rib as is possible in reinforced concrete construction, a concentrated load is thus added to the arch rib at the very point where it is desirable to increase its curvature to avoid the. waste of material due to backing. It is only necessary that the arch rib be members as any tendency of the rib to buckle will at once compel it to assume this additional loading. I

Other modifications will suggest themselves to those skilled in the art, but the divers forms shown sufficiently illustrate the general nature of my invention.

In the claims I use the word bar as a generic term intending thereby to include rods-plates, cabled or-built-up bars or metal shapes, of any kind analogous to bars, strips or rods.

Having thus described my invention What I claim and desire to secure by Letters Pat- .cnt is:

l. A concrete arch having embedded steel angles in pairs following intrados and extrados closely, with web lacing riveted between, and spliced at points of calculated change of moment.

2. A concrete arch reinforced with a curved beam made up of angle bars in pairs. near intrados and near extradosand web lacing between, embedded in a rib of concrete sur rounded by earth filling.

3. A concrete arch reinforced with curved beams spliced near points of minimum bending moment.

'-l. A concrete arch having heavy angle bars embedded near interior crown and exterior haunch and lighter angle bars near exteior crown and interior haunch, and web lacing between- 5. A concrete arch having metal reinforcerior crown and eiterior haunch'.

6. A reinforced concrete arch with splices or welds in the reinforcement .at points of minimum moment.

7. A concrete arch with hinges near points of calculated change of moment.

b. A concrete arch with a hinge approxiinatcly midway between crown and springing.

t). A concrete arch l1 :.ving reinforcement near both surfaces alternately heavy and light on opposite sides of points of calculated change of moment.

10. An arch reinforced near cxtrados and intrados, jiuictions in the reinl'orcemcntnear the points-cf change of moment, and aiteri nately lighter and heavier. reinforcement on' "opposite sides of the junctions.

13. An arch consisting of vertical curved ribs of concrete joined by a transverse inner ring of concrete.

14. A ribbed concrete arch w1thlong1tud1 nal reinforcement near intrados and extrados,

and transverse reinforcement near intrados only.

15. The combination of curved an le bars in pairs with web lacing between, embedded in ribs of concrete joined near the intrados by a thinner transverse concrete member.

16. A concrete arch reinforced with ribs consisting of a pair of angle bars following closely the intrados and another pair following closely the extrados, diagonals oining the pairs of angles and a thin ringof concrete joining the ribs at intrados. 17. A concrete arch with oval intrados and reinforced near intrados and extrados at crown and near eXtrados alone at haunches.

18. A concrete arch with oval intrados and light reinforcement near eXtrados at crown, and heavier reinforcement near intrados at crown and near eXt-rados at haunches.

19. In aseries of concrete arches, embedded reinforcement overlapping and embedded in concrete piers. I

20. A pier support for two abutting arches with embedded-reinforce1nent passing from the extrados of one arch into the other to se cure anchorage.

21. A concrete .abutment COI'lSlStlllg' of I on three or more members substantially parallel to its axis. V 22. A concrete abutment inclosing on allsides longitudinally a mass of earth 1 i lling 23. A concrete abutment with a down. wardly tapering projection at end of span.

24. An abutment having a continuous lonward.

25. A concrete arch with a transverse wall suspended from the rib.

26. A concrete arch with a curtain wall at end of span suspended from the arch.

' 27. A concrete arch with suspended integral loading.

28. A concrete arch with load suspended from intrados and a corresponding change of curvature in arch rib.

29. A concrete arch having a pointed Gotluc'form combined with an oval form.

30. A concrete 'arch with pointed crown at spand rcl and oval crown under roadway.

31. An oval concrete arch having stone 1 ref gitudinal vertical member tapering downf faced spandrel supported on pointed Gothic. 111 witnesswhereof I have hereunto subarch. v 3 scribed my name in the presence of two wit- :0 32. An ice breaker for a pier, consisting of hesses. r I v v a double helicoidal surface of upwardly dey 5 creasiilg'wedge shaped section. I

33. A pier with cylindrical-end and con- Witnesses: ical cap with an inclined curved surface join- W. E. VAN LANDLNGHAM,'

cap of pier tocoping of spandrel. I C. H. KNIGHT.

DANIEL B. 'LUTEN. 

